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CivilComp Proceedings
ISSN 17593433 CCP: 84
PROCEEDINGS OF THE FIFTH INTERNATIONAL CONFERENCE ON ENGINEERING COMPUTATIONAL TECHNOLOGY Edited by: B.H.V. Topping, G. Montero and R. Montenegro
Paper 161
Analysis of Reinforced Earth Using the Discrete Element Method A.A. Mirghasemi and G.H. Roodi
Department of Civil Engineering, Faculty of Engineering, University of Tehran, Iran A.A. Mirghasemi, G.H. Roodi, "Analysis of Reinforced Earth Using the Discrete Element Method", in B.H.V. Topping, G. Montero, R. Montenegro, (Editors), "Proceedings of the Fifth International Conference on Engineering Computational Technology", CivilComp Press, Stirlingshire, UK, Paper 161, 2006. doi:10.4203/ccp.84.161
Keywords: reinforced earth, discrete element method, numerical analysis, slope stability, ground improvement, soil reinforcement.
Summary
Reinforced earth is the name of a patented system to stabilize soil slopes, which
originated in 1966 by Vidal [1]. There are some analytical methods
to analyze reinforced earth such as the "Coulomb force method" [2]. But most of them
are not capable of finding each reinforcement force. They can only calculate the total
force of the reinforcement elements. In this study, a new procedure using the discrete
element method, (DEM), is presented for the stability analysis of reinforced earth.
Change [3] proposed the first technique of discrete element method, to solve a
nonreinforced slope. In this method a whole slope is replaced by discrete slices, which
are connected with elastoplastic Winkler springs. Definition of the spring's behavior
is based on the MohrCoulomb criterion. Normal springs do not yield in compression,
but they yield in tension. The shear springs yield when the final soil shear strength is
reached according to the MohrCoulomb criterion. In this research, the effect of
reinforcement is considered as a normal and a shear spring acted on the intersection
between the reinforcement and the potential failure surface. The reinforcement
shear, is calculated by using the equation of elastic bending and by assuming that the
soil can be replaced by a series of elastoplastic springs. As a result,
, is
obtained for the stiffness of shear springs in the reinforcement elements. ( = bending
stiffness of reinforcement,
, modulus of soil reaction, and b =
reinforcement width). The normal spring stiffness of reinforcement is calculated by
modification of the formulation of Mitachi et al. [4] formulation:
The final stiffness matrix is obtained by a combination of soil and reinforcement stiffness. Then the program employs different shapes of failure surfaces. By applying the external load to each potential failure surface, displacements and forces can be obtained by a nonlinear procedure. In each step there are some springs and have yielded their stiffness should be decreased. The convergence control is satisfied by minimizing the difference between the resultant of the external forces, and the resultant of the internal forces. Finally the failure surface is the one that represents the maximum forces of the reinforcement. In contrast with other conventional limit equilibrium methods, the discrete element is capable of calculating the distribution of forces in the reinforcement and presenting local safety factors at each soil and reinforcement element. The results of examples presented in the full text paper, have shown a good correspondence between the discrete element analysis and the experimental results [5]. Also another feature of the discrete element method, is that, while others approaches have several difficulties in the analysis of stratification and complicated geometries, the DEM can easily consider these cases in its modeling. References
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